Precast concrete post tensioned segmented wind turbine tower

ABSTRACT

The present disclosure is directed to

CROSS REFERENCE

This application is a continuation of U.S. patent application Ser No.14,868,053, filed on U.S. Sep. 28, 2015, entitled “PRECAST CONCRETE POSTTENSIONED SEGMENTED WIND TURBINE TOWER, which claims the benefit ofpriority to U.S. patent application Ser. No. 13/957,596 filed on Aug. 2,2013, entitled “PRECAST CONCRETE POST TENSIONED SEGMENTED WIND TURBINETOWER,” the contents of which are herein incorporated by reference intheir entireties.

BACKGROUND OF THE INVENTION

The existing methods of constructing wind towers vary depending onwhether the materials are steel or concrete. The decision process usedto select steel or concrete depends on the geographic location, regionalresources and access to the wind farm site. Steel wind towers arecommonly built through bolting of steel tubular sections together atintermediate flanges. The heights of steel towers are often limited bythe diameter of the steel tubular sections that can be physicallytransported from the location of the steel fabricator to the wind farmsite without significant modifications to existing roads, bridges, railinfrastructure, hauling equipment and other physical constraints. Theselimitations typically result in steel member diameters to approximately20 ft., which in turn limits the tower height to approximately 300 ft.using conventional strength steel. Energy production from a wind towerhas been typically shown to increase by increasing the height of thetower as a result of improved consistency in laminar wind flow. Toincrease the height of steel towers, some developers are installingconcrete pedestals underneath the base of the steel tower.

Concrete towers being constructed today by using precast methods andcast in place methods. The advantages of concrete towers are they can beconstructed using regional labor and materials and typically do not haveheight limitations as a result of transportation constraints since thesetowers can be fully fabricated on site. Cast in place constructionmethods utilize vertically extending formwork to support the pouring offresh concrete into the forms at height. Restrictions to this method arethe reduced speed of construction and sensitivity to inclement weather.Existing precast concrete techniques commonly precast the elements in amanner that results in vertical and horizontal joints, requiring joiningof the elements during construction with grout. In this solution,post-tensioning in both directions can often be required to achieve adurable tower structure.

Other precast solutions involve the grinding of the annular horizontalconcrete surfaces to achieve a quality load bearing connection. Thesegments are commonly precast offsite or nearby to the tower farm. Thevertical post-tensioning is commonly located inside the concrete wallwhere it is anchored. The common geometry of a concrete wind tower istapered, creating additional complexity in the forming system andplacement of reinforcing and post-tensioning geometry. The challengesinherent to the existing steel and concrete tower designs andconstruction methods are their limitation on geometry in the case ofsteel towers and the complexity of the concrete towers.

SUMMARY OF THE INVENTION

This invention improves the construction of a precast concrete windtower through its design and pre-casting methods. One primary feature ofthe invention is the forming of a stepped tower, whereby transitionrings or annular anchor members or donut sections are used to transferthe post-tensioning tendon forces into the sections of the tower. Thedonut segments perform as intermediate diaphragm segments for thepost-tensioning and transition zones for the change in tower diameter orhorizontal cross-section. This feature eliminates the requirement forpost-tensioning anchor blisters external to the inside of the tower wallto anchor the post-tensioning tendons. The axial loads and bendingmoments as a result of the step change in tower diameter orcross-section are resisted by the transition donut sections. Thetransition donut sections also allow for vertical tower sections havinga constant or uniform geometry between the donut sections whichsignificantly simplifies both the site pre-casting operation and theinstallation of the precast tower segments. Each precast segment ismatch-cast against the previously cast segment to achieve a match castjoint, eliminating the need for a secondary operation in the field tosecure the joint mechanically or the need for using grout.

The tower structure segments are precast using match casting techniqueswhere each segment connecting face is cast against its adjacent segment.Segments are typically designed to have similar weights, so that thelifting equipment used on site is optimized during the placement ofsegments. The tower segments may be uniform or constant in diameter orcross-section over a length of segments and between segment joints forproducing segments for the stepped tower geometry or be tapered toresult in a tapered tower shape where the top of the tower is a smallerdiameter than its base and linearly tapered. The precast segments may becast on site using a formwork system that is mobile. The formwork isdesigned and fabricated such that the end of the form is the actualsegment previously cast, constituting the match cast face. The formworkcan be moved to position it against each segment cast. As a segment iscast and after being used to match cast the next segment, it is movedfrom the immediate casting area to the casting yard for storage untilused in the tower.

Alternatively, each tower segment being cast can be moved and theformwork held stationary during the match casting process. In bothcircumstances, segments are only required in the immediate casting areaduring casting or match casting. The number of forms required on site isa function of the casting production rate required. Only a limitedamount of space (only two segments in length) is required to establishthe match casting operation from one form. In all cases, a regionalprecaster may be used to fabricate the segments away from the site andthen transport the segments to the site. However, it is consideredadvantageous to have the option to cast on site and to obtain concretefrom a site operated batch plant or ready mix company. Precast segmentsare placed onto shims to level the base segment prior to stacking otherson top. The base segment, once leveled, is then grouted between theprecast base concrete segment and the foundation element.

To increase shear capacity across joint and align joints upon placement,shear keys are cast into the segments interfaces with the adjoiningsegment. To ease placement and create a tightly sealed seal betweensegments, epoxy is placed onto the joints prior to joining together. Ina design option where tendons are located inside and adjacent theconcrete wall, the epoxy also serves to better seal the joint during thegrouting operation of the post-tensioning tendon ducts. When the precastsegmental tower experiences external wind loads on the blade and towerstructure, the bending moment existing at the base of the tower islargely resisted in tension by post-tensioning tendons that extend fromthe tower into the foundation element.

The use of post-tensioning tendons are used to reinforce the precastsegmental tower at the most effective locations along the height of thetower to resist the tension in the tower under externally applied loads.The tendon locations are vertically tiered and anchored to provide thepost-tensioning forces where loads are higher. Example: Where bendingmoments and resulting forces are higher towards the base of the towerunder applied loads, the post-tensioning quantities are also higher tocounter these applied loads. The tendons terminate over or along theheight of the tower into the annular donut sections which act asinternal diaphragms. External tendons to the concrete and inside thetower chamber may be used alone or in combination with internal tendonsplaced within tubes or ducts inside the concrete walls of the tower.

To facilitate any requirements for additional intermediate anchor zonesfor the vertically placed post-tensioning tendons, annular diaphragmrings or anchor members may be cast into the tower segments to anchorinternal tendons. When external tendons are used, these diaphragm ringsor members serve to anchor tendons and can also be used to deviate orterminate the tendons or allow them to pass through. For internaltendons within the concrete wall, the diaphragm ring or anchor memberserves as an annular blister to the concrete where the tendon can exitthe concrete wall and be stressed and anchored.

The connection of a steel tip adapter that supports the nacelle andblades is achieved using a precast segment that contains a concretediaphragm cast into the segment. The top of this segment is flat in thearea of the steel to concrete connection. In the event that a steeltower section, as in a hybrid tower, is placed above the precastconcrete tower, the precast diaphragm segment is located just below theintersection of the two structures. The diaphragm segment is dimensionedsuch that its weight is compatible with the tower segment weights tooptimize the crane or equipment used to install each segment. Othercriteria that affects the geometry of the top diaphragm is the locationof the bolt circle used to secure the nacelle of top tower section tothe precast tower. To achieve an efficient transition of forces from theloads at top of the precast tower to the precast tower walls, thetendons anchored in the precast tower may be extended into the top ofthe diaphragm and anchored. The bolts connecting the nacelle or toptower section can then be anchored to the underside of the concretediaphragm.

DESCRIPTION OF THE DRAWINGS

FIG. 1 is a stepped segmental concrete wind tower composed of precastconcrete segments 47, 47; and 47″, transition donut sections 50 and 50′,a tip adapter 33 and a foundation type 30 or 32.

FIG. 2 illustrates a fragmentary section taken on the line 2-2 of FIG. 3and showing a shear key configuration 49 which may be match cast andused to transfer shear across the segmental joints 29 under transverseloads to the tower and to assist in the alignment of one segment placedagainst the adjacent segment.

FIG. 3 is a fragmentary section taken on the line 3-3 of FIG. 1 and aninternal post-tensioning cables 34 connected to a transition donutsection 50 with adjacent tower segments 28 and 28′ attached bytransverse shear key joints 29 that are match cast.

FIG. 4 is a fragmentary section of internal post-tensioning cables 34connected to an alternate transition donut section 48 with adjacentsegments 28 and 28′ attached by transverse shear key joints 29 that arematch cast.

FIG. 5 is a fragmentary section of external post-tensioning cables 35for a transition donut section 50′ with adjacent tower segments 28 and28′ attached by transverse shear key joints 29 that are match cast.

FIG. 6 is a fragmentary section of external post-tensioning cables 35for an alternate transition donut section 48 with adjacent towersegments 28 and 28′ attached by transverse shear key joints 29 that arematch cast.

FIG. 7 is a vertical section of tower segments having annular diaphragmrings or anchor members where the external post-tensioning tendons 35terminate or tendons 37 pass through the annular anchor members castwithin the precast segments.

FIG. 8 is a section taken on the line 8-8 of FIG. 7 and showing wherethe external post-tensioning tendons terminate 35.

FIG. 9 is a section taken on the line 9-9 of FIG. 7 and showing wherethe external post-tensioning tendons 35 terminate or tendons 37 passthrough the annular diaphragm or anchor member.

FIG. 10 is a section taken on line 10-10 of FIG. 7 and showing where theexternal post-tensioning tendons 35 terminate or tendons 37 pass throughthe annular diaphragm or anchor member.

FIG. 11 is a vertical section of tower sements having annular diaphragmrings or anchor members where the internal post-tensioning tendons 34terminate or pass through the annular diaphragms or anchor memberslocated within the precast tower segments.

FIG. 12 is a section taken on line 12-12 of FIG. 11 and showing wherethe internal post-tensioning tendons 34 terminate.

FIG. 13 is a section taken on the line 12-12 of FIG. 11 and showingwhere the internal post-tensioning tendons 34 terminate or tendons 36pass through the annular diaphragm or anchor member.

FIG. 14 is a section taken on the line 14-14 of FIG. 11 and showingwhere the internal post-tensioning tendons 34 terminate or tendons 36pass through the annular diaphragm or anchor member.

FIG. 15 is a fragmentary section of tower segments 28 attached to afoundation base 30.

FIG. 16 is a fragmentary section of tower segments 28 seated on shims 31on the foundation base 30 to properly align the vertical geometry priorto placing the subsequent segments above.

FIG. 17 is a fragmentary section of tower segments 28 with grout 44poured between the bottom base precast segment 28 and the foundationbase 30.

FIG. 18 is a plan view of a base 30 and showing the tendons 38 thatconnect the tower structure to the foundation base.

FIG. 19 is a fragmentary section taken on the line 19-19 of FIG. 18 andshowing the connection of the bottom tower segment 28 to the foundationbase 30 with U-shape hoop portions 39 of the tendons.

FIG. 20 is a fragmentary section taken on the line 19-19 of FIG. 18 andshowing the connection of the bottom tower segment 28 to the foundationbase 30 with tendons 38 having L-shape configuration and terminating atthe outside of the foundation with terminals 40.

FIG. 21 is a fragmentary section taken on the line 21-21 of FIG. 22 andshowing precast segment 55 where a nacelle 41 for the tip adapter 33attaches to the tower structure with external post-tensioning tendons35.

FIG. 22 is a plan view of the FIG. 21 and depicting how anchor rods orbolts 42 attach the nacelle 41 and tip adapter 33.

FIG. 23 is a fragmentary section taken on the lie 21-21 of FIG. 22 andshowing precast segment 55 with the nacelle 41 and tip adapter 33attached to the tower structure with the internal post-tensioningtendons 34.

FIG. 24 is a plan view of FIG. 23 and depicting how the anchor rods 42attach the tip adapter 33.

FIG. 25 shows another embodiment of a hybrid tower that uses matchcasting concrete tower segments supporting a steel tower 33 with thebottom tower segment placed on top of a precast or cast-in-placeconcrete pedestal 46.

FIG. 26 is a section of the tower taken on the line 26-26 of FIG. 25 andhaving match cast segments with flat sides to form either the steppedtower of FIG. 1 or the hybrid tower of FIG. 25, and

FIG. 27 is a section taken on line 27-27 of FIG. 25 and showing matchcast segments having internal and external post-tensioning tendons 34 &35.

DESCRIPTION OF THE ILLUSTRATED EMBODIMENTS

A stepped tower is shown in FIG. 1 and is assembled using annular andcylindrical precast concrete tower segments 47, 47′ and 47″ withtransverse (horizontal) joints 29 (FIGS. 3 & 4) that are match casttogether to achieve a precision fit between adjacent segments. The matchcast joint detail 45 is shown in FIG. 2 and incorporates a shear keyconfiguration used to transfer shear across the segmental joints undertransverse loads to the tower and to assist in the alignment of onesegment with each adjacent segment. Epoxy is applied onto the bottomsurface of the joint 45 of FIG. 2 prior to closing the gap 49 betweenthe two segments. The epoxy serves the purpose of a lubricant during thesegment placement operation and also as a sealing of the joint after theepoxy cures.

At each step or change in diameter of the tower structure, a transitionannular donut member or segment or anchor member 48, 50, 50′ (FIGS. 3-6)transfers the forces through the geometry transition and also serves asan anchorage zone for the vertical post-tensioning tendons 34. Thetransition donut or anchor member may be used for internal post-tensiontendons 34 located inside the concrete wall of the tower structure, asshown in FIGS. 3 & 4, or for external post-tensioning tendons 35, asshown in FIGS. 5 & 6 outside the tower wall within the tower chamber.The annular transition donut or anchor member 50 has a frusto-conicalouter surface 51 (FIG. 5) and is also match cast at 29 against itsadjacent tower segments 28 and 28′ to provide a precision fit duringinstallation of the segments. In the design of post-tensioning tendons34 placed inside the tower wall (FIGS. 3 & 4), the tendons 34 below thetransition donut segment 50 pass upwards through the donut segment andmay either curve inwards to anchor inside the tower chamber, as shown inFIG. 3, or extend straight upwards, anchoring on the outside of thetower segment 48, as shown in FIG. 4. In the design of externalpost-tensioning tendons 35, as shown in FIGS. 5 & 6 within the tower,the tendons 35 enter the transition donut segment or 50 from outside ofthe concrete tower wall and are placed close to or adjacent the wall.

The most efficient layout of post-tensioning in the tower includesintermediate points to anchor the tendons 35. This is achieved by usingannular internal and integral anchor members or diaphragm rings 52 or52′, as shown in FIGS. 7 & 11. For external post-tensioning, theanchorages or tendons 35 either terminate or pass through the annularanchor members or diaphragm rings located within the precast segments.As a result of the increased bending moments at the base of the towerand reducing along the tower's height, a higher concentration ofpost-tensioning tendons 35 are shown in FIG. 10 than in FIGS. 8 & 9. Theannular anchor member or diaphragm is cast directly into a tower segmentwith the tendon tubes or ducts located and incorporated into thesegment. The annular diaphragm rings 52 or 52′may also serve asdeviation points for the external tendons 35 if necessary to avoidequipment or other interferences located inside the tower structure nearthe walls. For internal post-tensioning as shown in FIG. 11, the annularanchor members or diaphragms rings 52′ are located within a segment andits bottom shape may be tapered to follow the trajectory of the tendonand exiting the tower wall. The use of an annular diaphragm ring 52′allows the internal tendons 34 to exit the tower wall and anchor withouthaving to deviate the tendon transversely within the tower wall to fixedlocation. This allows the post-tensioning to be more effective withreduced friction losses that commonly accompany tendon deviations. Thehigher concentration of tendons 34 and external tendons 36 in FIG. 14 incomparison to FIGS. 12 & 13 is a result of the higher bending momentsthat exist in the tower closer to the base 30.

The bottom side of the base precast tower segment 28 of FIG. 15 isshimmed with shims 31, as shown in FIG. 16, engaging the foundationstructure 30 to properly align the vertical geometry prior to placingthe subsequent tower segments above. Once aligned, grout 44 (FIG. 17) ispoured between the bottom of the base precast segment and the foundationstructure 30. A shallow recess or trough formed within the top of thefoundation during the foundation concrete pour can be used to containthe grout and fill the void between the bottom of the precast base towersegment 28 and the foundation 30.

The geometry of the tendons shown in FIG. 18 that connect the towerstructure to the foundation structure 30 are comprised of either aU-shape hoop configuration 39 (FIG. 19) or an L-shape hook configuration38 shown in FIG. 20. In the hoop configuration, both ends of the sametendon are stressed from the anchorages located inside the towerstructure. A benefit of the tendon configuration of FIG. 20 is that thecompressive force of the tendons reduces the shear stresses in theconcrete foundation structure 30 when the tendons hook back upwards andhave terminals 40 on the surface the foundation 30. A benefit of thetendon configuration of FIG. 19 is that the hoop tubes or ducts for thetendons occupy less space in the foundation structure 30 than the ductsfor the tendons 38 shown in FIG. 20. In both tendon configurations, thetendons 38 & 39 will typically be stressed from the anchorages insidethe tower. The L shaped tendon 38 shown in FIG. 20 can be stressed bothfrom the inside of the tower and from the face of foundation to maximizethe force in the tendon in the foundation structure. These tendons forboth configurations can also be stressed from the top of the precastconcrete segment 51 shown in FIGS. 1, 21 & 23.

The top precast segment 55 of the tower, shown in FIGS. 1, 21 & 23,connects the tower structure to a tip adapter 33 (FIG. 1) provided bythe turbine supplier. The connection is accomplished by anchoring thepost-tensioning tendons 34 or 35 into a recess or cavity on top of thesegment 55 and using anchor rods or bolts 42 to connect the steel flangering 41 of the tip adapter 33 to the underside of the segment 55. Thisconnection is applicable for both external tendons 35 of FIGS. 21 & 22and internal tendons of FIGS. 23 & 24. To provide access from inside thetower to the inside of the tip adapter, a diaphragm opening is provided.

The use of match casting segments can be used to construct a hybridtower whereby a steel tower 33 (FIG. 25) and tower segments 47 areplaced on top of a precast concrete pedestal 46 shown in FIG. 25. Thecross sectional geometry of the annular match cast segments may be round(FIG. 1) or flat sided (FIG. 26) for the stepped tower of FIG. 1 or thehybrid tower of FIG. 25. In the case of a flat sided tower, thepost-tensioning tendons 34 or 35 are located along the flat sides of thetower as shown in FIGS. 26 & 27. These tendons can be designed forplacement inside the tower wall or external to the tower wall, accordingto the space available inside the tower. When using the flat walls ofFIG. 27, the tower may be tapered more easily than a round orcylindrical structure. Using flat walls, a tapered tower section 46 isprovided as the base section before changing to a constant or uniformcross-sectional geometry.

While the forms of segmental wind turbine towers herein describedconstitute preferred embodiments of the invention, it is to beunderstood that the invention is not limited to these precise forms, andthat the changes made therein without departing from the scope of theinvention as defined in the appended claims.

1-18. (canceled)
 19. A precast concrete tower for supporting a windturbine, comprising: a base member positioned to support a tower; aseries of precast concrete annular tower segments supported by the basemember forming a vertical stack of the tower segments; match-castannular joints between the annular tower segments, the jointscomprising: a connecting face of a first segment of the plurality ofannular tower segments has a characteristic of being cast against anadjacent segment in the plurality of annular tower segments.